PROJEC GROUP1.pdf

GROUP 1
HIGH STRENGTH SELF
COMPACTING
CONCRETE

1. INTRODUCTION:
• The development of new technology in the material
science is progressing rapidly. In last three decades,
a lot of research was carried out throughout globe
to improve the performance of concrete in terms of
strength and durability qualities. Self compacting
concrete witness for the research and study work.
• SCC( Self compacting concrete):
• is highly engineered concrete with much higher
fluidity without segregation and is
• capable of filling every corner of form work under its
self weight. It eliminates the need for vibration either
external or internal for the compaction of concrete
without compromising its engineering properties.

• in order to maintain deformability along with flowability in
paste, a super plasticizer is considered indispensable in the
concrete to maintain W/C ratio.
• With super plasticizer, the paste can be made from flowable
with little concomitant decrease in viscosity. An optimum
combination of water-to-cementitious material ratio and super
plasticizer for achievement of self-compactibility.
• SCC offers:
• •Health and safety benefits (as no vibration is required).
• •Faster construction times.
• •Increased workability and ease of flow around heavy
reinforcement.(EX)
• • Excellent durability.

HEAVY REINFORCEMENT HONEY COMB

• HSS(High strength concrete):
• Producing High strength concrete is always one of the major
goals of concrete technology. For more than 30 years high
strength concretes with compressive strength ranging from 45
N/mm² up to 140 N/mm² have been used worldwide in large
buildings, towers and long span bridges buildings. Building
elements made of high strength concrete are usually densely
reinforced with small spacing between reinforcing bars this may
lead to defects in concrete(1) . Commonly high strength
concrete has low (W/C) ratio which means low workability and
inability to fill the forms corners without external actions.

1. INGREDIENT MATERIALS:
✓ Cement– Ordinary Portland Cement(OPC) of 53 grade from Jaypee
cements of specific gravity 3.15.
✓ Coarse Aggregate– Crushed Granite aggregate with nominal size < 12.5mm
having bulk density – 1540 Kg/m3 and specific gravity – 2.75.
✓ Fine Aggregate– Zone III Sand passing through 4.75mm sieve of specific
gravity 2.56.
✓ Water– Ordinary potable water of pH ranging from 7 to8.5.

2. Admixture:
✓ Mineral Admixture;( Silica Fume):
(very fine amorphous silica particle < 1μm) and superplasticizer are
complementary materials to manufacture self levelling concretes with
great cohesion of fresh mix. Due to this special behavior silica fume in
the presence of superplasticizer can compensate the absence of fine
materials such as fly ash or ground limestone in relatively lean cement
mixtures (300 kg/m3). Silica fume having specific gravity of 2.24 is used in
this study.
✓ Chemical Admixture:
➢ GLENIUM B233:
• GLENIUM B233 is an admixture of new generation based on modified
polycarboxylic ether.
• used in combination with the GLENIUM B233 in order to guarantee
maximum efficiency. Dosage – GLENIUM B233 dosage ranges from
500ml to 1500ml per 100 kg of cementitious material is normally
recommended.

2. Admixture:
➢ GLENIUM STREAM 2:
• is a premier ready-to-use, liquid, organic, viscosity-modifying
admixture (VMA) specially developed for producing concrete with
enhanced viscosity and controlled rheological properties.
• It has dual play as it decrease viscosity – maintains internal cohesion
of the concrete during casting and the polymer chains of the
admixtures arrange themselves in the direction of flow of the mix, on
the second action it resists segregation due to the polymer chain
when the concrete is not moving.
➢ Viscosity Modified Admixtures (VMA):
▪ A self compacting concrete should have high workability and
viscosity. Reaching a right balance between fluidity and the
resistance to segregation is essential for SCC.
▪ Even though super plasticizer gives high fluidity, the required property
of the SCC is not ensured. This introduce to Viscosity Modifying
Agent(VMA) to attain the required property.
✓ Chemical Admixture

3. TRIAL MIX PROPORTIONS – VMA:
➢ Recommended range for W/P ratio by volume is 0.85 to 1.1 and for coarse
aggregate it is 50 to 60% I in net volume of concrete. The following table shows
mix proportioning values in Kg/m3.

4. CONCRETE CASTING:
➢ Specimen Details – For compression test cubes are cast in in size 150 mm. Split
tensile strength test cylinders of size 150mm in diameter and 300mm height.
➢ Concrete is cast in prisms for flexural strength test.
5. EXPERIMENTAL INVESTIGATIONS:
➢ Results on Fresh Concrete - VMA mix: Workability test are carried out for fresh
concrete the following shows the unit for the result values.
•Slump Flow Test : mm
•U - Box Test : mm
•L – Box Test : mm
•V – Funnel Test : Sec
•J – Ring : mm

➢ Results on Fresh Concrete - VMA mix: Workability test are carried out for
fresh concrete the following shows the unit for the result values.

➢ Test Results on Hardened Concrete VMA mix:

CONCLUSION
➢ Test results on fresh concrete are within the limits of, and follows EFNARC guidelines.
Reduction of W/P ratio increases compressive strength. Optimum dosage of chemical
admixture is 1.5-2%. Dosage of SP below 1.5% affects workability, over dosage affects
setting time. Dosages of plasticizers require maintaining the self-compactibility of
concrete, increased linearly by weight of cementitious materials. Attention need at
selecting water content for SCC without adding VMA, since rheological behavior is more
sensitive for water. Test results on fresh concrete with replacement of silica fume as 15-
17.5% are within the limits of SCC. Compressive strength was obtained from 60.75 MPa to
70.92MPa for W/P ratio 0.368 to 0.334.
REFERENCE:
[1] Okamura H, Ozawa K “Mix design for Self Compacting
Concrete”, Concrete Library of Japanese Society of Civil Engineers, June 25 1995, pp. 107-120.
[2] Okamura H, Ouchi M, “Self Compacting Concrete”, Advanced
Concrete Technology, pp. 5-15.
[3] Nanthagopalan P, Santhanam M, “A Study of interaction
between viscosity modifying agent and high range water
reducer in self-compacting concrete”, Proceedings of
international conference on measuring, monitoring and
modelling concrete properties, Greece, pp. 449-454.
[4] Bhiksma V “Investigation on mechanical properties of high
strength silica fume concrete”, Asian Journal of Civil
Engineering, Vol.10, No.3, pp. 335-346.
[5] Navaneethakrishnan A, V M Shanthi,”Experimental study of
Self Compacting Concrete using Silica Fume”, International
Journal Emerging Trends in Engineering and Development,
Issue.2 Vol.4 May 2012.

MATERIALS
✓ Cement: The cement was
ordinary Portland cement,
conforming to the
requirements of ASTM C 150.
✓ Aggregates: Locally available
natural Aggregates with
maximum size of 4.75 mm was
used as fine aggregate, and
normal rounded Aggregates
with maximum size of 12.5mm
was used as coarse
aggregate.

MATERIALS
✓ Water: Normal Potable water was used for washing, mixing, and curing of
HSSCC.
✓ Silica Fume: is used to enhance mechanical and durability properties of
SCC. It may be added directly to concrete as an individual ingredient or
in a blend of Portland cement and silica fume, the presence of this
substance imparts greatly improved internal cohesion and water
retention. The concrete mix becomes extremely soft and pumping
properties are substantially improved.
✓ Stone Powder (Filler): Lime-stone as a powder filler was us edontrial mixes
with particle size of (150-250) µm, to investigating there place mentability
with an amount of cement or silica fume.
✓ Admixtures: Sika® ViscoCrete®-PC 15 is a third generation super
plasticizer for concrete and mortar.
It is especially suitable for the production of concrete mixes which require
high early strength development, powerful water reduction and excellent
flow ability.

HSSCC Trial Mixes:
✓ Twenty trial mixes were prepared by varying the cement content, fine to coarse
aggregate ratio, free water content, silica fume and stone powder ratio, and super
plasticizer (Sika® ViscoCrete®-PC 15) content. Five levels of the cement content
250, 300, 380, 440 and 480 Kg/m3, varicose levels of sand to total aggregate ratio
from (46%) to (56%) by mass, Super plasticizer (Sika® ViscoCrete®-PC 15) were
taken in variable doses, were used for preparing the twenty trial mixes, so as the
mixes satisfy the SCC requirements.

HSSCC Mixing Procedure:
✓ A special mixing procedure was used to mix the compounds of the concrete mix.
Aggregates were stored in laboratory conditions at (18-22) oC the mixing steps were as
follow:
• Mixing two third of coarse aggregate and the fine aggregate for 1 minute.
• Mixing the cement, silica fume and the stone powder using a special hand mixer for at
least 1.5 minute until it is fully homogenous.
• Adding the mixing in step two to the mixing in step one with further mixing for 2 minute.
• The super plasticizer is added to the water and is mixed well.
• Adding two third of the water and mixing it for 4-5 minute.
• The rest of coarse aggregate is added and mixed for 2 minute
• Leaving the mix resting for 2-3 minutes without mixing.
• Adding the rest of the water and further mixing for 4 minute.
CHARACTERISTIC TEST METHODS:
✓ The filling ability and stability of high strength self-compacting concrete in the fresh state
can be defined by four key characteristics. Each characteristic can be addressed by
one or more test methods, as given in table (6).

CONCLUSION
➢ In producing high strength self-compacting concrete, a stone powder could be used as
a partially replacement of fine and coarse aggregates with sufficient flow property and
low segregation potential without affecting the early age strength, the best ratio was
13% of cement content.
➢ Adding of silica fume develops filling and passing ability of SCC. Silica fume provides
mechanical strength to HSSCC. Best ratio for silica fume as a replacement of cement
was 9% which is give best effect on compressive strength of concrete.
➢ At the water/binder ratio from 26% to 51%, slump flow test, V-funnel test and L-box test
results were found to be satisfactory; i.e. filling ability segregation resistance, and
passing ability.
➢ At the fine to total aggregate ratio of 0.46 to 0.55 many different HSSCC mixes can be
prepared and satisfy the requirement of SCC.
➢ HSSCC could be developed without using Viscosity Modifying Admixture (VMA) as was
done in this study.
➢ HSSCC having different compressive strength can be prepared by using different
combinations of cement, stone powder and silica fume.

REFERENCE:
1.Jianxin Ma1; Jorg Dietz1 “Ultra High Performance Self Compacting Concrete”, Diplng
Institution, University of Leipzig Lacer No. 7, 2002.
2. H. Okamura and M. Ouchi, “Self-Compacting Concrete”, Journal of Advanced Concrete
Technology, 1(1) (2003), PP. 5–15.
3. EFNARC, “Specifications And Guidelines For Self-Compacting Concrete”, EFNARC, Uk
(Www.Efnarc.Org), February 2002, PP. 1-32.
4. ACI 237r-07, "Self Consolidating Concrete", ACI Committee 237, American Concrete
Institute (ACI), April 2007.
5. American Society for Testing and Material, ASTM C150, "Standard Specification for Portland
Cement", 2000.
6. ACI 234R-96, Guide for the Use of Silica Fume in Concrete "Reported By American Concrete
Institute", May 1, 1996.
7. American Society for Testing and Material, ASTM C1240, "Standard Specification for Use of
Silica Fume as a Mineral Admixture in Hydraulic-Cement Concrete, Mortar, and Grout", July,
2000.

MATERIALS
✓ Cement
Consistency
28%
-Initial setting time:
165 min
-Final setting time:
315 min
Compressive Strength:
• At 3 days: 36.5 Mpa
• At 7 days: 45 Mpa
• At 28 days: 55 Mpa
(Average of three results)
Finen
ess
326
m2
/kg
Soundness :
• By Le-Chatelier’s method 0.5
mm.
• By Autoclave method: 0.027 %.
Specific
Gravity
3.15

MATERIALS
✓ Fine aggregates (Crushed stone sand)
✓ Water: Potable water free from soluble minerals.
✓ Admixture: MasterGlenium SKY 8233.

Mix Design
✓ Target mean strength: f’ck = 68.25 N/mm2.
✓ Approximate air content: The approximate amount of entrapped air to be
expected in normal concrete is 0.8 percent for 12.5 mm nominal
maximum size of aggregates.
✓ Water content: water-cement ratio = 0.27, and water content = 176 kg/m3
✓ Cementitious content:
•Cement content: 650 kg/m3
•OPC = 450 kg/m3
•GGBS = 150 kg/m3
•Alccofine = 50 kg/m3
✓ Admixture Content: 3.25kg/m3.
✓ Powder Content: 758.5 kg/m3.
✓ Fine aggregate content: 108.5 kg/m3.
✓ Coarse aggregate content: 786 kg/m3.

Tests and Results
✓ the design mix concrete flows and fills under its own weight without any
segregation observed through visible eye. Concrete produced can be pumped
and casted from top with free displacement from delivery point.
✓ Concrete with low viscosity will have a very quick initial flow and then stop.
Concrete with a high viscosity may continue to creep forward over an external
time.
✓ Designed mix is preferred in vertical application if the flow distance is more than 5
m with a confinement gap greater than 80 mm without segregation during the
flow.
✓ the minimum ratio of the depth of the concrete in the horizontal section relative to
the depth of concrete vertical section is considered to be 0.8. If the SCC flows as
freely as water. It will be completely horizontal, and the ratio will be equal to 1.0.

Tests and Results
✓ The chloride and sulphate content in concrete mix are within the limits as per IS
456 2000 and the concrete is durable.

1) Materials Used:
✓ Metakaolin: metakaolin replacements varying between 7.5
and 22.5%.
✓ Cement: high grade ordinary Portland cement.
✓ Coarse Aggregate: crushed granite wit nominal size of 20
mm with different size fractions of coarse aggregate (20 mm
downgraded, 12 mm downgraded and 6 mm downgraded)
and the specific gravities of aggregates were determined
experimentally. The coarse aggregates with 20, 12 and 6
mm fractions had specific gravities of 2.89, 2.87 and 2.88.

1) Materials Used:
✓ Fine Aggregate: good quality well-graded river sand of maximum size
4.75 mm.
✓ - Water: drinking water.
✓ - Superplacticizer: The high range water reducer (HRWR) used in this
study was a commercially available polycarboxylate.
✓ - Viscosity Modifying Admixture: Commercially available viscosity
modifying agent (VMA).
2) Mix Proportions:
✓ Step 1: Fix the Total Cementitious or Powder Content for SCC Let the
TCM = 550 kg/m3.

2) Mix Proportions:
✓ Step 2: Determination of Efficiency of
metakaolin and metakaolin content
For concrete of compressive strength
80 MPa according to Fig. 3 the
percentage replacement of
metakaolin should be around 20%
but in the present investigation lower
percentage (7.5%) was chose for
designing 80 MPa SCC. Similarly for
100 and 120 MPa SCCs percentages
such as 15 and 22.5.

2) Mix Proportions:
✓ Step 2:
➢ Cement content (cs) = 508.75 kg/m3.
➢ Metakaolin content (m) = 41.25 kg/m3.
➢ The efficiency of metakaolin at 28 days (k28) for replacement of 7.5%
calculated using Eq. (2) is 4.95 (k28 = 4.95).

2) Mix Proportions:
✓ Step 3: Determination of water
content of SCC.
0.31=Ws/(508.75+4.95*41.25)
Therefore, ws = 221 kg/m3

2) Mix Proportions:
✓ Step 4: Calculation of coarse and fine aggregate
contents.
-Total volume = 1000 liters.
-Assuming air content = 2%.
-From above cement content (Cs) = 508.75 kg/m3.
-Metakaolin content (m) = 41.25 kg/m3.
-Water (ws) = 221 kg/m3.
-Volume of paste (Vpaste) = 161.50 + 16.50 + 221 = 399 L.
-Volume of Total Aggregate (Vagg) = 980 - 399 = 581 L.
- Volume of fine aggregate (Vfa) = 0.48 -
581 = 278.88 L.
- Volume of coarse aggregate (Vca) =
0.52 - 581 = 302.12 L.
- Total mass of concrete = coarse
aggregate + water + sand
+ cement + metakaolin = 335.81 + 450.22
+ 83.66 + 221
+ 739.03 + 508.75 + 41.25 = 2379.72 kg.

2) Mix Proportions:
✓ Step 5: Calculation of superplasticizer (SP)
dosage.
✓ According to previous engineering experience in
our laboratory, it was found that the dosage of SP
is 0.9% and that of VMA used is 0.1% of the total
cementitious content.
✓ Wsp = 0.009*(508.75+41.25) = 4.95 Kg/M3.
✓ Wvma = 0.001*(508.75+41.25) = 0.55 Kg/m3.

3) Tests:
✓ a) Tests of fresh concrete:
• Spread flow test.
• V-flow test.
• L-box test.
-A 120 kg batch has been prepared for each mixture.
The tests were performed in accordance with
EFNARC (2005) standards. All the metakaolin SCCs
were designed to obtain a slump flow diameter of
680 ± 25 mm, which was achieved by varying the
HRWR and VMA dosages. However, the HRWR
demand increased from 4.95 to 7.98 kg/m3 as the
metakaolin conten and the grade of concrete
increased from 7.5% to 22.5% and 80 to 120 MPa.

4) Results and Discussion:
(a) Using the earlier established efficiency
values for metakaolin, it was found that self-
compacting metakaolin concrete designed
with the proposed methodology could achieve
the expected strengths (80, 100 and 120 MPa) in
general, at all the metakaolin percentages
(7.5%, 15%, 22.5%) for a fixed power content of
550 kg/m3.
(b) The proposed methodology is based on
simple calculations that lead to five steps. In the
first step the total powder content is fixed. Next
based on the strength requirements the
percentage of metakaolin is fixed, and the
efficiency factor (k) is determined for the same
percentage with the equation proposed earlier.
In the third step the water content required for
SCC is obtained and in the fourth step the
coarse and fine aggregate contents are
determined using the combined aggregate
grading curves of DIN standards. Lastly the fresh
self-compacting properties are evaluated
through the slump flow and V-funnel tests for
flowability, the L-Box test for the passing ability.
(c) As far as the mechanical properties are
concerned, the compressive strength of the
concretes obtained with the proposed mix
methodology surpass very high strengths of 100
MPa at 28 days and 120 MPa at 90 days.

ABSTRACT:
✓ Self-compacting concrete having enhanced ability to flow is known to have
increased segregation and bleeding potential. Any attempt to increase the
stability of fresh concrete (cohesiveness) requires using increase amount of fine
materials in the mixes. This paper reports an investigation into the development
of self-compacting concrete with reduced segregation potential. The self-
compacted concrete mix having satisfied the criterion recognized by the
differential height method is modified in many ways to increase the fine
particle content by replacing partially the fine and coarse aggregates by low-
calcium fly ash. The systematic experimental approach showed that partial
replacement of coarse and fine aggregate could produce self-compacting
concrete with low segregation potential as assessed by the V-Funnel test. The
paper reports the results of bleeding test and strength development with age.
The results showed that fly ash could be used successfully in producing
selfcompacting high-strength concrete with reduced segregation potential.
✓ KEYWORDS: Fly ash; Superplasticiser; Self-compacting concrete; Bleeding;
Segregation
DEVELOPMENT OF HIGH-STRENGTH SELF-
COMPACTING CONCRETE WITH REDUCED
SEGREGATION POTENTIAL

INTRODUCTION :
✓ Self-compacting concrete (SCC) was first developed in Japan as a mean to
create uniformity in the quality of concrete by controlling the ever present
problem of insufficient compaction by a workforce that was losing skilled
labour and by the increased complexity of designs and reinforcement details
in modern structural members. Durability was the main concern and the
purpose was to develop a concrete mix that would reduce or eliminate the
need for vibration to achieve consolidation. Self-compacting concrete
achieves this by its unique fresh state properties. In the plastic state, it flows
under its own weight and maintain homogeneity while completely filling any
formwork and passing around congested reinforcement. In the hardened state,
it equals or excels standard concrete with respect to strength and durability.
Gibbs (1) reported the prospects for self-compacting concrete. Although self-
compacting concrete has been successfully used in Japan and European
there has been some reluctance to employ it in Australia and as a
consequence it has suffered very little development with local materials.
✓ The self-compacting concrete differs from conventional concrete in the
following three characteristic features, namely, appropriate flowability, non-
segregation, and no blocking tendency. An increase in the flowability of
concrete is known to increase the risk of segregation. Therefore, it is essential to
have proper mix design. This paper is to reports the results of an investigation
into the development of low-bleeding self-compacting concrete. VFunnel test
is used to assess the flowability and segregation resistance of self-compacted
concrete.

Mixing of concrete:
✓ The coarse and fine aggregates with sufficient water to wet the aggregate and
mixed for 30 seconds in a pan-type mixer. The cement and fly ash were added
together with 70% of the mixing water and mixed for further 2 minutes. Finally,
the remaining water mixed with superplasticiser was added and the mixing
was continued for one minute. Then the mixing was halted for 2 minutes and
the mixing was continued for another two minutes.

Testing of self-compacting concrete:
✓ Fresh concrete was subjected to standard and non-standard tests to evaluate the slump flow,
bleeding capacity, and segregation potential. Standard slump cone (200mm by 100mm by
300mm) was filled with concrete and the mean diameter of the spread was measured on
lifting the cone. The bleeding test was carried out according to AS1012.6. V-Funnel test was
used to determine the segregation potential. The apparatus used consisted of a V-shaped
funnel having the thickness of 75mm is tapered from the top dimension of 490mm to 65mm
over a height of 425mm. The bottom opening has the dimension of 75mm by 65mm to a depth
of 150mm. The funnel is filled with concrete and time taken for the concrete to leave the funnel
is measured. Then, the funnel is refilled with the same concrete and allowed to settle for 5
minutes. The new time required for the concrete to leave the funnel is measured. The
difference in time is a measure of segregation resistance of the concrete mix. In addition, a
number of standard test cylinders (100mm diameter by 200mm) were cast and continuously
stored in water until testing for the compressive strength at the ages of 7, 28 and 49 days.

RESULTS AND DISCUSSION:
✓ Table 2 summarizes the fresh and hardened properties for the six concrete mixes studied.
Mixes 2, 3 and 4 containing 10% addition of fly ash to the control mix showed noticeable
difference in V-Funnel test results. The difference between To and T5min was 29 seconds when
fly ash addition replaced the fine aggregate. However, the lowest time difference of 6 seconds
was noted when the fly ash replaced both fine and coarse aggregates in equal proportion.
Similar replacements were adopted in the mixes 5, 6 and 7. Since the required slump flow for
self-compacted concrete is between 650 mm and 800 mm, water content for these mixes was
increased from 175 to 192.5 kg/m3.
✓ Mixes 5 and 7 with 10% and 25% fly ash addition had similar V-Funnel times indicating
excellent flow and segregation resistance properties. The time differences were 3 and 4
seconds for the Mixes 5 and 7, respectively. Both mixes showed similar bleeding capacity.
Although Mix 6 with 20% fly ash addition, showed increased V-Funnel time compared to Mix 6,
the time difference was 4 seconds. The accepted criteria for V-Funnel test results for self-
compacted concrete is 6 to 12 seconds for To and below 3 seconds addition for Tmin. From To.
Mix 5 with 10% fly ash addition is found to satisfy
✓ both slump flow and V-Funnel test criteria for self-compacting concrete. Mix 7 with 25% fly ash
addition may be considered acceptable, although the time difference was 4 seconds instead
of allowable 3 seconds. Mix 6 with 20% fly ash addition surprisingly showed reduced bleeding
capacity compared to Mixes 5 and 7. Considering the strength development with time, the
presence of fly ash in the mixes helped the compressive strength to increase between 11 to
15% from 28 days to 49 days. The compressive strength at 7 days was over 45 MPa for Mixes 5,
6 and 7. This indicates that the self-compacted concrete with fly ash addition has not suffered
in early age strength and continued to develop later age strength.

CONCLUSION
➢ This investigation showed that fine and coarse aggregates could be partially replaced
with fly ash in producing high-strength self-compacting concrete with sufficient flow
property and low segregation potential without affecting the early age strength. In
addition, fly ash in self compacting concrete helps to improve later age strength
beyond 28 days.
REFERENCE:
1. Gibbs, J. C., The prospects for self-compacting concrete, Proceedings of the Concrete
Communication Conference ’99, Cardiff University, pp. 391-402.

Abstract:
✓ Concrete nowadays is the most frequently used building material all over
the world. This is causing a tremendous pressure on the supply of its
constituents like natural sand which is traditionally used as the fine
aggregate. Therefore, it is essential to search for alternative materials in
order to meet the increasing demand of concrete and improve the
sustainability of concrete industry. This study investigated the effect of
using by-product ferronickel slag (FNS) as a partial replacement of natural
sand in high strength self-compacting concrete (SCC). Utilization of by-
product FNS will also lessen the risk of environmental pollution. Results
show that concrete containing up to 40% FNS fine aggregate met all the
recommended criteria of EFNARC for SCC without any segregation in the
flow and J-ring tests, and no blockage in the L-box and V-funnel tests.

1-Introduction:
✓ Self-compacting concrete (SCC) is a special type of concrete that was first
conceptualized and developed in Japan . The main idea behind the
development of this special type of concrete was to create a concrete which
is not reliant on the skill of workers during construction . The key characteristic
of SCC is high fluidity that enables it to be placed without any additional
compaction. Moreover, it spreads under the influence of its own weight without
undergoing any segregation or bleeding. This novel feature helps SCC to flow
through congested reinforcements, fill up small interstices and flow into
complex formworks. As a result, it increases the freedom for architects and
engineers to design concrete structures of different sizes and complex shapes.
The use of SCC improves the working environment by reducing noises , and
decreases the construction time span. In this research, by-product ferronickel
slag (FNS) was used as an alternative fine aggregate to help the conservation
of natural sand. FNS was collected from a smelter in New Caledonia which is
one of the largest Nickel producers of the world. The annual FNS production of
this plant is approximately 1.7 million tonnes.
✓ the use of FNS as a replacement of sand can make a significant contribution to
conservation of natural resources and reduce the environmental impact of
concrete production. Due to the compatibility in physical properties like
particle size, specific gravity, density and water absorption, FNS may be used
as a substitute of natural sand in concrete . studies exhibited an increase of
compressive strength with the increase of FNS aggregate up to 50% in
comparison to the concrete using natural sand.

2. Experimental work:
✓ The coarse aggregate was crushed rock with a density of 2650 kg/m3 and a
maximum size of 10 mm.
✓ Natural sand and FNS were used as fine aggregates. The gradation of sand,
FNS and their three combinations (80% sand with 20% FNS, 60% sand with 40%
FNS and 40% sand with 60% FNS).
✓ Ordinary Portland cement (OPC), fly ash and GGBFS were used as binders in
this study. The densities of OPC, fly ash and GGBFS were 3150 kg/m3 , 2200
kg/m3 and 2920 kg/m3.
✓ Master Rheobuild 1000NT was used as a superplasticizer (SP) to enhance the
workability of concrete. The density of the superplasticizer was 1200 kg/m.
2.1. Materials….

✓ Four different concrete mixtures were studied with varying percentages of FNS
as a substitution of natural sand in order to compare the effect of FNS fine
aggregate on the properties of SCC mixtures. The selfcompacting concrete
mix design method of Su et al was used to calculate the mix proportions,
which are given in Table 4.
✓ a fly ash content of 30% was used in this study based on the previous works. A
control SCC mixture (FNS0) was used with 100% natural sand as fine aggregate
as the benchmark.
✓ The other three mixtures FNS20, FNS40 and FNS60 contained sand replacement
by FNS at the rates of 20%, 40%, and 60%, respectively.
2.2. Concrete mixture proportions :

✓ Saturated surface dry aggregates were used in mixing the concretes. Firstly,
coarse aggregate, fine aggregate and all binders were dry mixed for about 2 min
and then water was added slowly. The superplasticizer was also poured into the
mixture and mixing continued until it was a uniform mixture. After the completion
of mixing, the fresh concrete was used for the flow test, T50cm test, J-ring test, V-
funnel test, L-box test and U-box test to determine its conformity with the criteria of
SCC. Then cylinder samples were prepared for compressive and splitting tensile .
However, one set of cylinders were cast using a vibrating table for comparison of
the strengths of concrete for no compaction and compaction by a vibrating
table. The surface was finished by a trowel and then the moulds were covered by
plastic to avoid the loss of moisture. After 24 h, the samples were demoulded and
immersed in lime water at 23 ◦C for curing.
2.3. Batching procedure and curing condition:
2.4. Test methods :
✓ - Testing of fresh concrete properties Slump, J-ring, T50cm, L-box, U-box and V-
funnel tests were carried out to assess the fresh properties of concrete mixtures.
✓ - Mechanical properties The compressive and splitting tensile strengths were
determined in accordance with ASTM C39 and ASTM C496 [34,35] standards
respectively.
✓ - Durability related properties The volume of permeable voids (VPV), water
absorption, sorptivity and rapid chloride permeability test (RCPT) were
performed to investigate the durability of concrete specimens.

3. Results and discussion
✓ -Slump flow and T50cm : Slump measures the filling ability of an SCC mixture. The
flow diameter and T50cm values of the mixtures are This shows that workability of
fresh concrete decreased with the increase of FNS content e plotted in Fig. 2,
which shows that the flow diameter gradually decreased from 760 mm for mix
FNS0 to 640 mm for mix FNS60.
1-Fresh concrete properties

✓ -V-funnel and L-box test results:
It can be seen that the results of the V-funnel test were almost identical for all the
mixtures except for FNS60. As per EFNARC [33], the recommended time limit is from 6
to 12 s for SCC mix to pass through the gate of the V funnel by its own weight. Mixes
FNS0, FNS20 and FNS40 met this criterion since the times required for these mixes
were between 9 and 10 s, while that for mix FNS60 was 17 s. As per EFNARC [39], all
the SCC mixes belong to the class VF2 which is consistent with the VS2 classification
according to the slump flow and T50cm test results, since both the classifications are
based on the viscosity of concrete.

✓ -Density of fresh concrete:
The results show that the density increased by 1.58%, 3.15% and 4.73% due to the use
of 20%, 40% and 60% FNS. This is mainly due to the higher specific gravity of FNS than
the natural sand. The concrete mixtures containing up to 40% FNS fine aggregate met
all the recommended criteria of EFNARC for SCC without showing any segregation or
blockage, whereas the concrete using 60% FNS did not meet most of the criteria for
SCC and showed segregation. Therefore, while the concretes containing up to 40 % FNS
met the desirable fresh properties of SCC, the FNS content 60% or more may not be
considered suitable for SCC.

✓ Density of hardened concrete:
The densities of hardened concrete containing different percentages of FNS are given
in Table 7. A similar trend with the fresh concrete density is also observed for the
hardened concrete density. The densities of mixtures FNS20, FNS40 and FNS60
increased by 1.56%, 6.37% and 8.56%, respectively in comparison to that of the control
SCC (FNS0).
2-Hardened concrete properties:

✓ Compressive strength:
The 7-day compressive strength of the control mixture (FNS0) was 37 MPa, which
increased by 1%, 34% and 31% for mixtures FNS20, FNS40 and FNS60, respectively. At
28 days, compressive strength of the control mix increased to 50 MPa, which
increased by 3%, 30% and 22% for mixtures FNS20, FNS40 and FNS60, respectively. ,
the compressive strength of SCC increased with the increase of FNS content up to a
40% sand replacement level. Compressive strength of mix FNS60 then declined in
comparison to that of mix FNS40 but it was still higher than compressive strength of
the control mix.
✓ Splitting tensile strength;
It is found that splitting tensile strength of the control concrete was 4.3 MPa, which
increased by 1.86%, 15.35% and 7.67% for mixtures FNS20, FNS40 and FNS60,
respectively. Similar to the trend shown by compressive strengths, splitting tensile
strength increased for increasing FNS content up to 40% and then declined for a
further increase to 60% in comparison with FNS40. However, the splitting tensile
strength of the mix FNS60 was still higher than that of mix FNS0.

✓ 3Properties related to durability:
-Volume of permeable voids (VPV) and water absorption VPV and water absorption
tests are used as indicators of concrete porosity which is comprised of air voids,
capillary pores, micro-cracks and gel pores. the values of VPV and water absorption
decreased with the increase of FNS content up to 40%. The values then slightly
increased with a further increase of FNS content to 60%. The decrease of porosity is
attributed to the enhanced particle packing by the improvement of grain size
distribution due to the inclusion of FNS fine aggregate with sand. Among all the
mixes, FNS40 showed the lowest VPV and water absorption which are 6.28% and
2.6%, respectively.
✓ Sorptivity :
in terms of sorptivity, all the mixtures
are considered as “good” concrete. It
is apparent from Fig. 12 that sorptivity
of the mixtures showed the same trend
as the VPV and water absorption.
Sorptivity decreased with the increase
of FNS content up to 40% and then
slightly increased for FNS60.

References:
1. H. Zhao, W. Sun, X. Wu, B. Gao, The properties of the self-compacting concrete
with fly ash and ground granulated blast furnace slag mineral admixtures, J.
Clean. Prod. 95 (2015) 66–74, https://doi.org/10.1016/j.jclepro.2015.02.050.
2. K. Ozawa, K. Maekawa, M. Kunishima, H. Okamura, Development of high
performance concrete based on the durability design of concrete structures,
Proc. Second East-Asia Pac. Conf. Struct. Eng. Construct. (EASEC-2) 1 (1989) 445–
450.
3. H. Okamura, M. Ouchi, Self-compacting concrete, J. Adv. Concr. Technol. 1 (1)
(2003) 5–15.
4. A.K. Saha, P.K. Sarker, Expansion due to alkali-silica reaction of ferronickel slag
fine aggregate in OPC and blended cement mortars, Construct. Build. Mater. 123
(2016) 135–142, https://doi.org/10.1016/j.conbuildmat.2016.06.144.
5. Y. Huang, Q. Wang, M. Shi, Characteristics and reactivity of ferronickel slag
powder, Construct. Build. Mater. 156 (2017) 773–789, https://doi.org/10.1016/j.
6. A.K. Saha, P.K. Sarker, Compressive strength of mortar containing ferronickel
slag as replacement of natural sand, Procedia Eng. 171 (2017) 689–694,
https://doi. org/10.1016/j.proeng.2017.01.410.

Materials
✓ Fabric filters, Cyclones, Electrostatic precipitators, Wet and dry. Filters and
electrostatic precipitators are used. Were using electrostatic precipitators for
the pollutant collectors. Precipitator is named Electrically Precipitated Fly Ash. It
is clearly noted that the microstructure of EPFA is. Of the binders was
represented in Table 1 and is obtained by. Sound quality aggregates were
procured and were used in this. Occurred sedimented sand was used as fine
aggregate of maximum. 75mmgraded as Zone-II as per IS383[50], and particle.
Of coarse and fine aggregates were calculated according to IS 2386. Particles
more effectively by the adsorption of the acrylate chains. Together with the
hindrance effects of the carboxyl group and specifications.
Behaviour of sustainable high strength self-compacting
concrete with
Electrically precipitated fly Ash(EPFA) – A thermal
waste

Tests & Results :
✓ Initial and final setting times
Fly Ash in cement retarded the setting
times of cement; by the
increase of fly ash content, setting time
also increases[3738].
In addition to that, the superplasticizer
lapses both the setting times.
Initial setting time of cement with 0% EPFA
and with 30% EPFA
replacement had a time-lapse of more
than one hour. The final setting
time of EPFA included cement also shows
retardation of approximately two hours,
which was represented in Fig. 3.
Retardation
of setting times may be due to the
generation of the low hydration rate and
depends upon the Si/Al ratio. The Si/Al
ratio
of EPFA is about 6.27, which is considered
high.
This high presence of soluble silica
reaction takes more time to set. With the
increase
of EPFA content in the cement
replacement, Si/Al ratio alsoincreases.
This leads to high setting times in both
initial and final
settings[47].

Tests & Results :
✓ Initial and final setting times
SCC is achieved with the addition of a
superplasticizer; this SP
also showed a notable effect on setting
times. Firstly, the initial setting
time of cement with only SP had noted,
which was observed
that the initial setting time could be more
than the final setting
time of cement without fly ash as well as
SP. Secondly, for each
mix from 0% to 30%, EPFA in addition to
SP shows a very high lapse
of setting times. Inhibition of reactive sites
through dispersion is
the working mechanism of SP. With the
effect of this mechanism,
the fluidic nature has increased and also,
setting times has been
increased than normal cement paste. The
behaviour of partially
replaced cement with EPFA and SP on the
setting times was presented
in Fig. 4.

Tests & Results :
✓ Fresh properties of SCC
In the present study, by the addition of EPFA, slump
flow values
vary from 680 mm to 750 mm. CF30 reaches the
maximum flow,
and 5.3.1. Compression test
Compressive strength of conventional and partially
replaced
SCC by fly ash was studied at multiple ages (3, 7, 28,
and 56 days).
EPFA was replaced at 5%, 10%, 15%, 20%, 25% and
30% levels. The
statistical data shows that the change in
compressive strength
was increased[40]. Mechanical properties were
reduced by incrementing
EPFA content at early ages(3 and 7 days). On the
other
hand, 28 and 56 days raise compressive strength
from 68.8 MPa
to 85.64 MPa for the CF20 mix. Mix ‘C’ exhibited the
lowest
strengths of all the mixes. CF30 mix has the
compressive strength
of 66.46 MPa at 28 days and 75.66 MPa at 56 days.
The effect of
partially replaced EPFA on the compressive strength
of SSC are presented
in Fig. 7.
▪ The compressive strength of high strength self
compacting concrete at early ages was affected
due to EPFA particle sizes.
▪ The fineness of EPFA is low compared with the
cement, as elucidated through SEM images of
cement and EPFA in Fig. 1.
▪ Due to these coarser particles present in ash may
delay the reactivity of EPFA, which helps to the
production of secondary C-S-H gels in the
▪ concrete matrix; thereby, the compressive
strength has been improved with
enhanced/prolonged curing periods [16].
▪ CF20 performs high strength among all mixes.
From 5% to 20%,
▪ values have been increased. Beyond 20% fly ash
strength gets reduced.
▪ At 25 and 30 percent, fly ash results are similar to
Dadsetan.
▪ et.al.[41]. N.Sing. et al. reviewed the usage of fly
ash as a mineral admixture made similar
conclusions to this study[16].

Tests & Results :
✓ Split tensile strength
The outcomes of the split tensile strength test at 3 days, 7 days,
28 days and 56 days were presented in Fig. 8, which ranges from
2.29 to 4.56 MPa. The maximum tensile strength was observed in
CF20. The changes in strengths of CF5, CF10, CF15, CF20, CF25
and CF30 are decreased for 3 days and 7 days with mix C. This
decrement may be due to the slow rate of reaction caused by EPFA.
At the age of 28 days, the increment of tensile strength is restricted
to 4.20 MPa for the CF20 mix. Beyond this mix, values get
decreased more than the conventional mix. Calcium ions present
in calcium hydroxide (CH) react with EPFA to form secondary CS-
H, the binder phase. This secondary C-S-H results in the enhancement
of split tensile strength at later ages. However, concrete with
replacement at early ages is not able to gain its strength due to the
low amount of C-S-H and CH. It was observed that 56 days have C
shows
the minimum requirement as specified by the
EFNARC standards and IS 10262–2019. Due to the absorption of
SP by cement particles, inhibition of reactive sites takes place.
Dispersion
is more for this type of mechanism when compared with
other types of superplasticizer. This mechanism helps the concrete
to achieve more fluidic nature at very low dosages. In addition to
this, the EPFA combination increased the fresh properties of SCC
because of its spherical shaped microstructure. Simultaneously,
V-funnel takes a maximum time of 9.35 sec for mix C and, mix
CF30 takes only 7.56 sec. The effect of mineral admixture on filling
ability was presented in the Fig. 5. workability results are similar to
M.sahmaran.et.al.[39]. The minimum requirement for L-Box to
reach the SCC standards is 0.8. All the mixes were satisfied with
the basic requirements of SCC. L-Box depth ratios were varied from
0.8 to 0.85. U- Box height difference varies from 28 to 21 mm.

Tests & Results :
✓ Compression test
Compressive strength of conventional and partially replaced
SCC by fly ash was studied at multiple ages (3, 7, 28, and 56
days).
EPFA was replaced at 5%, 10%, 15%, 20%, 25% and 30% levels.
The
Statistical data shows that the change in compressive strength
Was increased[40]. Mechanical properties were reduced by
incrementing
EPFA content at early ages(3 and 7 days). On the other
Hand, 28 and 56 days raise compressive strength from 68.8 MPa
To 85.64 MPa for the CF20 mix. Mix ‘C’ exhibited the lowest
Strengths of all the mixes. CF30 mix has the compressive strength
Of 66.46 MPa at 28 days and 75.66 MPa at 56 days
The effect of Partially replaced EPFA on the compressive strength of
SSC are presented
In Fig. 7.The compressive strength of high strength self-compacting
Concrete at early ages was affected due to EPFA particle
Sizes. The fineness of EPFA is low compared with the cement, as
Elucidated through SEM images of cement and EPFA in Fig. 1. Due
To these coarser particles present in ash may delay the reactivity of
EPFA, which helps to the production of secondary C-S-H gels in the
Concrete matrix; thereby, the compressive strength has been
Improved with enhanced/prolonged curing periods [16].
CF20 performs high strength among all mixes. From 5% to 20%,
Values have been increased. Beyond 20% fly ash strength gets
Reduced. At 25 and 30 percent, fly ash results are similar to Dadsetan.
Et.al.[41]. N.Sing. et al. reviewed the usage of fly ash as a mineral
Admixture made similar conclusions to this study[16]

Tests & Results :
✓ Flexural strength
The flexural strength of concrete was determined, and the
Results were presented in Fig. 9. At 3, 7, 28, and 56 days, with
Respective to C, CF20 shows low strength at 3 and 7 days
whereas,
At 28, 56 days, it was more. CF20 has increased about 1.05 times
The flexural strength of CF0 at 28 days and 1.1 times at 56 days.
For SCC, flexural strength performed in this study is high when
Compared to conventional vibration concrete. Flexural strength
of
SCC varies from 9.04 to 9.56 MPa at 28 days age. Similarly, 56
days
Has 9.12 to 10.07 MPa with the increase of 0 to 20% EPFA in SCC.
The development of flexural strength of EPFA based SCC at later
Ages is due to the reactivity of silica present in EPFA. The reactive
Silica reacts with CH, a cement’s hydration product. The early
age
Strength reduction may be due to a lack of calcium hydroxide
Because of low cement content after replacement. At 56 days,
CF5, CF10, CF15, CF20 mixes were gained strengths 1.65%, 3.42%,
4.64%, 11.3% respectively when compared conventional mix at
28 days. 31.2% for 3 days and 29.48% for 7 days strengths were
Reduced from C mix to CF30 mix. On the other hand, at 56 days
Age, CF30 lost its strength by 13% only.

Tests & Results :
✓ Rcpt
A rapid chloride penetration test was conducted on all the
concrete
mixes. The observations were presented in Fig. 10. The cumulative
charge passed through the samples in coulombs was noted
at the interval of 30 min up to 6 h. As per the code ASTM C 1202,
when the charge passed is less than 1000, then the chloride
penetration
is very low, and if it is greater than 4000, then it is high. In
this study, SCC shows low penetration of chloride and by the
increase of fly ash content up to 20% by mass decreases (Very
low(i.e., less than1000)) the penetration, but after 20% (i.e., CF25
and CF30), it shows increases in penetration but not greater than
convention mix(i.e., C)[42]. RCPT values reduced from 1863.36 to
1659.93 C with the linear increment of EPFA content. For CF20

Tests & Results :
Fig. 12 presents the SEM images of conventional SCC, and 20%
EPFA mixed SCC. Hydration was clearly observed in the traditional
SCC image, and their sizes were determined and marked on the
image in nanometers. 58.45 nm is the largest crystal form
observed
among the hydrated products. However, 37.08 nm is the smallest.
These are named ettringite, which helps enhance the strength
parameters in the concrete matrix. CF20 SEM image is also
analysed
and identified spherical shaped EPFA, which are 26.02 lm
and 5.839 lm. Voids are also observed formed by the hydration
of spherical EPFA. Secondary C-S-H was formed with Ca(OH)2 with
reactive silica present in the EPFA
✓ Microstructure of SCC
The different phases of the concrete matrix were studied to
know the degree of change in the composition of the cement.
The maximum intensity of the mixtures C, and CF20, is indicated
in the graph Fig. 13. SCC mix ‘C’ contains Calcite, Quartz,
Portlandite,
and Ettringite phases. Similar phase is also present in the
CF20 sample. Samples were collected after conducting compressive
strength on cubes in CTM at 56 days. Collected pieces were
powdered
and performed at two theta angles differing from 10 to 90
degrees. The maximum peak observed in conventional SCC mix is
5413.7 intensity at 26.66 degrees and for CF20 identified as
6160.4 intensity at 26.55 degrees. EPFA at 20% in cement has
Quartz, Calcium Hydroxide and Anorthite phases in the concrete
matrix. No major phase variations are observed with the increase
of EPFA in cement replacement. Minimum intensity of 580.165 at
88.23 degrees.

Tests & Results :
The initial rate of absorption was studied on all concrete mix
samples. The quantity of water absorbed by all the concrete
samples
was equal at the same age, i.e., 28 days. Effect of mineral
admixture on sorptivity of concrete was presented by the
Figs. 11a-11g., by plotting the graph between water absorbed (i)
in mm and the square root of time (sec1/2). The graphical trends
are similar to the results of H.Y.Leung[43]. Fig. 11a shows the initial
absorption rate for OPC cement concrete (conventional mix),
which is high compared to other mixes.
Due to the increase of EPFA content from 0% to 30% in the
cement content, initial absorption noted at 28 days was
decreased
by 15%. A Very fine particles of fly ash fill the pores of the cement
paste, which may lead to the reduction of capillary rise in pores.
When EPFA content increased, the sorptivity effect of SCMs with
replacement decreased. The formation of secondary hydration
products by utilization of the high-water holding capacity of EPFA
attributes to the decrement in the sorptivity values. The
compressive
strength of concrete is inversely proportional to the porosity of
the concrete, and thus the reduction in voids contributes to the
strength improvement as stated above.
In the Fig. 11a., it was observed that a linear graph coincides
with an actual curve, which means the initial absorption was
increased with time. Same graphical trends were followed in
Figs. 11d-11e., but in Figs. 11f-11g,
the cumulative water absorbed is constant at 60
and 120 mm. Fly ash beyond 20% in cement shows
high resistance to initial absorption.
✓ Sorptivity

Abstract:
✓ This study aims to produce the HSSCC series by using basalt and waste
marble aggregates in certain volumetric ratios instead of lime stone based
crushed stone used as coarse aggregate in concrete production.
Materials used
In the production of HSSCC, CEM I 52.5 N Portland Cement
silica fume (SF).
limestone-based crushed sand (0–4 mm)
crushed stone I (4–11.2 mm)
Waste marble (M) aggregates and basalt (B) aggregates
The grain sizes of the M and B aggregates used in the mixtures are in the range of (4–11.2)
mm. The specific gravity of M and B aggregates are 2.55 and 2.64, respectively.
.

Mix proportioning
HSSCCs were designed according to EFNARC standards by using
25, 50, 75, and 100 % by volume M and B aggregates instead of the
limestone-based crushed stone I aggregate (4–11.2 mm) used in the
control (C) mixture
While designing the mixture, the typical ranges by mass and volume
of the constituents given in EFNARC and TS 802 standards were
used. In the study, powder: 500 kg/m3, paste volume: 379 L/m3, water:
175L/m3, coarse aggregate: 837 kg/m3, coarse aggregate volume: 310
L/m3, water/powder ratio by volume: 0.97. All values fall between the
limit values given in EFNARC and TS 802 . The amount of
admixture was used in such a way as to ensure self-compacting without
causing any segregation in the mixtures. The mixture ratios obtained are
given in Table

Tests
Fresh concrete tests -
slump flow test and T500 time
V-Funnel
L- Box tests were applied on the mixtures
hardened concrete tests -
Ultrasonic pulse velocity tests
compressive strength tests
Splitting-tensile strength tests
rapid chloride permeability
test Electrical resistivity tests
Apparent porosity test
Sorptivity test

Tests
Evaluation of test results
Fresh concrete test results
According to the fresh concrete
test results, no segregation was
observed in all of the HSSCC series
and it was observed that they
were in compliance with the fresh
state standards determined by TS
EN 206 +A2 .
The results of the flow diameter,
T500 time, V-funnel flow time and
L-box experiments of fresh HSSCC
mixtures are given in Fig.

Tests
Evaluation of test results

Tests
Hardened concrete test results
The variation of ultrasonic pulse
velocity
results according to the
HSSCC series is given in Fig. 10.
It was observed that the ultrasonic
pulse
velocity values obtained from the
waste marble and basalt
aggregate
HSSCC series ranged between 4.95
and 5.33 km/s. Ultrasonic pulse
velocity values
of the 28-day series, in which 100
% of the waste
marble aggregate was used,
decreased by 2.7
% compared to the control series.
If the curing period
was 180 days, the decrease rate
was 3.8 %.

Tests
Compressive strength test resultscrete test results
The compressive strengths of the
waste
marble and basalt aggregate
series
varied between 85 and 114 MPa
Splitting-tensile strength test results
the splitting-tensile strength
results vary between 4.46
and 5.45 MPa

Tests
Rapid chloride permeability test results
The rapid chloride permeability
results obtained from
the HSSCC series containing
waste marble and
basalt aggregates ranged from
160 to 328 Coulombs
Electrical resistivity test results
The electrical resistivity values of
the HSSCC series are between
46 and 57.5 kΩ.cm

Tests
Apparent porosity test results
It was observed that the
apparent porosity values obtained
from
the waste marble and basalt
aggregate HSSCC series
ranged from 3.34 % to 4.79 %.
Sorptivity test results
sorptivity coefficient results
obtained from
the series vary between
0.0030 and 0.0082 mm/s0.5
trical resistivity values of the
HSSCC series are between
46 and 57.5 kΩ.cm

1) Materials Used:
The integrant materials used in the research work to develop HSSCC are:
-Ordinary Portland Cement (OPC)
-Silica-Fume
- GGBS
-Master Gluonium ACE 30 chemical admixture
- Graphite, Sodium
- nitrate (NaNo3)
- Concentrated sulfuric acid (98% H2SO4)
- Potassium
- permanganate (KMnO4)
- Hydrogen peroxide (30% H2O2)
- Hydrochloric acid (5% HCL)
- Silver nitrate
- ethanol and Distilled water

* Fabrication of Graphene Oxide (GO) in laboratory
The following is the step by step procedure for the preparation of GO using modified hummer’s method:
1. Initially, 5 g of graphite, 2 g of sodium nitrate and 30 ml of concentrated Sulphur acid was added to the
conical flask in ice bath with below 20_C and the flask with ice bath was placed on magnetic stirrer for 2 h.
2. After 2 h of continuous stirring, slowly 5 g of potassium permanganate was added to the reaction mixture
while maintaining the same temperature in the ice bath and continued stirring for another ½ hour.
Temperature should be constantly maintained, as increase in temperature results in explosion.
3. Mixture is taken out from ice bath and heated at 350C for ½ hour on magnetic stirrer with hot plate.
4. Next 100 ml of distilled water was added to the mixture and heated the mixture at 900C for 1 h.

* Fabrication of Graphene Oxide (GO) in laboratory
5. Later the mixture was cooled at room temperature. After cooling, 300 ml of distilled water was added and
placed the mixture on magnetic stirrer for ½ hour.
6. After ½ hour 30 ml of hydrogen peroxide (30% H2O2) was added and placed the flask on magnetic stirrer for
½ hour formed Graphene oxide with pH 1.
7. To regulate the PH, this solution was filtered and washed with 200 ml 30% HCL to convert metal ions to
chloride ions. Again, this is repeatedly washed using distilled water to remove chloride contamination.
8. To check the complete removal of chloride ions, few drops of filtrate has to be added to of silver nitrate
solution and if no white color appears then it’s clear that all the chlorides are removed.
9. Finally, it was washed with 200 ml of ethanol to get dry brown color GO powder. Chemical composition of
GO was identified by EDS testing and the values are shown

Compressive strength
The results of the compressive strength of HSSCC with GO on
150 mm cube specimen at the end of 7, 28, 56 and 90 days are represented
in Table 4.
Split tensile strength
The details of the split tensile strength of HSSCC with GO based
on 150 mm diameter and 300 mm height cylinder are represented
in Table 5.

Flexural strength
The details of the flexural tensile strength of HSSCC with GO
based on 100 mm _ 100 mm _ 500 mm specimens are shown in
Table 6.

PROJEC GROUP1.pdf

Recommandé

Recommandé

Contenu connexe

Similaire à PROJEC GROUP1.pdf

Similaire à PROJEC GROUP1.pdf (20)

Plus de ElZahraaSaid

Plus de ElZahraaSaid (8)

Dernier

Dernier (20)

PROJEC GROUP1.pdf